CN114908738B - Construction method of foundation pile of deep-water bridge - Google Patents
Construction method of foundation pile of deep-water bridge Download PDFInfo
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- CN114908738B CN114908738B CN202210642093.2A CN202210642093A CN114908738B CN 114908738 B CN114908738 B CN 114908738B CN 202210642093 A CN202210642093 A CN 202210642093A CN 114908738 B CN114908738 B CN 114908738B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
- E02D13/08—Removing obstacles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
- E02D5/665—Mould-pipes or other moulds for making piles
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/11—Hard structures, e.g. dams, dykes or breakwaters
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- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The application discloses a construction method of a foundation pile of a deep-water bridge, which comprises the steps of building a drilling platform, inserting and driving a steel casing, drilling, treating a karst cave, hoisting a reinforcement cage and pouring concrete, wherein in the karst cave treatment step, if an unfilled karst cave with the volume larger than a set value occurs, the wall is protected in a casing follow-up mode, and before the karst cave is drilled, the casing is firstly used for isolating slurry, so that the leakage amount of the slurry during the drilling of the karst cave is reduced, the collapse probability of the hole wall is reduced, and the drilling can be smoothly carried out; after drilling through the karst cave, putting rubble, rubble and bentonite in order to stuff the karst cave, because adopt to strike to bore to smash closely knit, need not to pack whole karst cave into to fill up, only need stuff the space around the stake hole, can prevent mud and concrete leakage after dashing to smash closely knit, reduce the material of packing, shorten the engineering time. This application has the effect that makes the drill bit pass the solution cavity district smoothly.
Description
Technical Field
The invention relates to the field of bridge construction, in particular to a construction method of a foundation pile of a deepwater bridge.
Background
With the rapid development of economy, the demand of transportation is rapidly increased, large-scale river-crossing bridges are more and more, and cast-in-situ bored piles with high bearing capacity and stable quality are the preferred foundation form of most bridge engineering. The construction of the cast-in-situ bored pile is a basic link of the whole bridge construction process and is also the most important link.
In-process toward submarine drilling in the construction of drilling bored concrete pile often can meet some solution caves, and the existence of these solution caves causes drilling in-process pore wall to collapse easily, produces and leaks thick liquid for drilling process can't go on smoothly, and the condition that the concrete runs off in a large number when still can causing subsequent concrete to pour into.
With respect to the related art among the above, the applicant believes that the following drawbacks exist: when the drill bit passes through the karst cave region, the hole wall is easy to collapse, and the drilling process is affected.
Disclosure of Invention
In order to enable the drill bit to smoothly pass through the karst cave region, the application provides a construction method of a foundation pile of a deep-water bridge.
The application provides a deep water bridge foundation pile construction method which adopts the following technical scheme:
a construction method of a foundation pile of a deepwater bridge comprises the following steps:
building a drilling platform: a drilling platform is built by depending on a main trestle, then pile position measurement lofting is carried out, and a guide device for assisting insertion and punching of the steel casing is installed on the drilling platform according to the central point of the pile position;
inserting and beating a steel casing: hoisting the steel casing, guiding and positioning the steel casing through a guiding device, and inserting and beating the steel casing until the lower end of the steel casing penetrates through a covering layer of a riverbed;
drilling: injecting slurry into the steel casing, wherein the water level in the steel casing is higher than that outside the steel casing, drilling a pile hole at the pile position in the steel casing by adopting a percussion drill and a drill bit, and periodically discharging slag and replenishing slurry at regular time in the drilling process until the designed depth is reached; then cleaning the hole, and taking out the drill bit after the hole cleaning is finished;
and (3) karst cave treatment: if a non-filled karst cave with the volume smaller than a set value occurs or slurry leakage is serious in the drilling process, rubble, bentonite and straw are timely thrown and filled into the pile hole, the stroke of the impact drill is reduced, and the karst cave is filled by utilizing the bentonite and the rubble through the extrusion effect of the impact drill; if a non-filling karst cave with the volume larger than a set value occurs in the drilling process, the wall protection is carried out in a casing following mode, and the specific method comprises the following steps: embedding a first protection cylinder with the outer diameter smaller than the inner diameter of the steel protection cylinder and the inner diameter larger than the pile hole from the ground to the top plate of the first layer of karst cave, after a drill bit punches through the top plate of the first layer of karst cave, putting rubbles, broken stones and bentonite into the first layer of karst cave to fill the first layer of karst cave, punching and smashing the karst cave tightly by using a percussion drill, and then drilling; after the first layer of karst cave is processed, sinking a second protecting cylinder to the top plate of the second layer of karst cave, wherein the outer diameter of the second protecting cylinder is smaller than the inner diameter of the first protecting cylinder, and the inner diameter of the second protecting cylinder is larger than the diameter of a pile hole; similarly, the drill bit continues to drill through the subsequent karst cave until the design depth is reached; hoisting a steel reinforcement cage: the reinforcement cage is lowered into the pile hole until the designed elevation is reached;
pouring concrete: and placing the guide pipe in the pile hole, then pouring concrete, gradually lifting the guide pipe according to the depth of the guide pipe in the concrete pouring process, and keeping the depth of the guide pipe in the concrete stable until the pouring of the whole cast-in-situ bored pile is completed.
By adopting the technical scheme, for the karst cave with small volume, the slurry quickly fills the karst cave after the drill bit passes through the karst cave, the leaked slurry is less, the influence on the hole wall is small, the bonding property of the hole wall can be enhanced by using the bentonite and the straw to fill the karst cave, and the stability of the hole wall is ensured; for a karst cave with a large volume, if the karst cave is directly drilled through, slurry can be rapidly leaked into the karst cave, the water level in the steel casing can be rapidly reduced and cannot be replenished, so that a large water pressure difference is generated inside and outside the steel casing, and the collapse of a hole wall is easily caused; after drilling through the karst cave, putting rubble, rubble and bentonite in order to stuff the karst cave, because adopt to strike to bore to smash closely knit, need not to pack whole karst cave into to fill up, only need stuff the space around the stake hole, can prevent mud and concrete leakage after dashing to smash closely knit, reduce the material of packing, shorten the engineering time.
Preferably, the slag discharging device adopts a slag discharging barrel with a valve at the lower part, the slag discharging barrel is placed at the bottom of the hole and moves up and down, the lifting height is about 2m, when the slag discharging barrel moves downwards, the valve is opened, the slag enters the slag discharging barrel, and when the slag moves upwards, the valve is closed, and the slag in the pile hole can be extracted; during slag discharge, slurry must be timely supplemented into the pile hole to prevent collapse in the pile hole caused by slurry loss.
By adopting the technical scheme, the slag discharge pipe can quickly discharge slag from the pile hole, and can be operated on the drilling platform, so that the operation is convenient, the slag discharge can avoid the slag from being left in the drilled hole to form drilling resistance, and the influence of the slag on the slurry concentration can be reduced; and the residue is discharged, so that the impact drill can be conveniently lifted, and the efficiency of impacting and smashing the filler filled into the karst cave is improved.
Preferably, in the drilling step, the hole cleaning method comprises the following steps: when the drilling depth is far from the designed hole bottom elevation lm, all the mud in the mud pit is discharged, and clay is put into the hole to make mud again to replace the original mud; after the drilling depth reaches the designed hole bottom elevation, the drill moves up and down within the range of 1.5m of the hole bottom, the slurry is continuously circulated for 2 hours, and quantitative clear water is added to reduce the specific gravity of the slurry.
Through adopting above-mentioned technical scheme, drop into clay and make thick liquid again and replace original mud and can take out the drilling slag in the original mud, clear hole can reduce the bottom of the hole sediment thickness, prevents that the pile bottom from persisting the heavy sediment and reducing the bearing capacity of pile.
Preferably, two cast-in-place bored piles at the edge are constructed firstly, after the strength of the two cast-in-place bored piles at the edge meets the requirement, the position error of the two cast-in-place bored piles at the edge is calculated, the central point of the pile position of each cast-in-place bored pile in the middle is adjusted according to the calculated error, and then each cast-in-place bored pile in the middle is constructed by relying on the two cast-in-place bored piles at the edge and the drilling platform.
Through adopting above-mentioned technical scheme, the central point of the pile position of each drilling bored concrete pile in the middle of the position error adjustment according to two drilling bored concrete piles of edge can make the support equilibrium of each drilling bored concrete pile better to improve the bearing capacity of pile foundation.
Preferably, the guider includes mount pad, leading truck and spacing, the mount pad is fixed in drilling platform is last, the leading truck is fixed in on the mount pad, be equipped with the guide cylinder on the leading truck, two drilling bored concrete piles at the both ends difference joint edge of spacing are gone up and can be followed drilling bored concrete pile vertical migration, be equipped with the spacing ring on the spacing, the spacing ring sets up with the guide cylinder is coaxial.
By adopting the technical scheme, the guide cylinder guides the steel casing, and the limiting ring positions and limits the steel casing, so that the inserting and beating position of the steel casing is more accurate; because the filler of churn drill to solution cavity dashes and pounces the time can produce the impact to the mud in the steel protects a section of thick bamboo, the mud in the steel protects a section of thick bamboo and takes place great rocking, thereby cause the lower extreme of a steel protection section of thick bamboo to rock, make to produce great gap between a steel protection section of thick bamboo and the soil body, and this gap grow leads to pile hole to leak thick liquid easily, this application is through setting up spacing, a steel protection section of thick bamboo descends to the set position along the guide cylinder when, the artifical lower extreme of a steel protection section of thick bamboo of establishing with spacing ring fixed cover, spacing down along with a steel protection section of thick bamboo, the lower extreme of a steel protection section of thick bamboo pierces through the riverbed overburden, and spacing is in the riverbed top, in a steel protection section of thick bamboo is inserted and is beaten the in-process, spacing can be spacing to the lower extreme of a steel protection section of thick bamboo, reduce the degree of rocking of the lower extreme of a steel protection section of thick bamboo, thereby reduce the probability that the mud in a steel protection section of thick bamboo was revealed from the gap between a steel protection section of thick bamboo and the soil body.
Preferably, the spacing frame still includes horizontal connecting rod and two shift rings, two the shift ring is fixed in respectively the both ends of horizontal connecting rod, a plurality of gyro wheels are installed to the border of the inner circle of shift ring, and is a plurality of the outer wall of bored concrete pile is all hugged closely to the gyro wheel and can roll on the outer wall of bored concrete pile, the spacing ring install in on the horizontal connecting rod.
Through adopting above-mentioned technical scheme, the steel protects a section of thick bamboo and inserts and beat the in-process, and a section of thick bamboo is protected to steel and is driven the spacing ring and descend, and the spacing ring descends through horizontal connecting rod and shifting ring, and the shifting ring rolls on drilling bored concrete pile, can keep the vertical lift of spacing ring when realizing going up and down.
Preferably, two ends of the limiting frame are respectively connected with a coiled rope, one end, far away from the limiting frame, of the coiled rope is connected with a winch, and the winch is installed on the drilling platform.
Through adopting above-mentioned technical scheme, the steel protects a section of thick bamboo and inserts and beat the back that targets in place, tightens up the serving rope through the capstan winch, can pull up spacing frame from the underwater, continues being used for inserting of next steel protects a section of thick bamboo and beats.
Preferably, many depression bars are installed to the periphery of spacing ring, the depression bar is followed the radial setting of spacing ring, locate respectively at the both ends of depression bar the inside and the outside of spacing ring, depression bar sliding connection the spacing ring, the depression bar overcoat is equipped with the spring, the both ends of spring are fixed connection respectively depression bar and spacing ring, be equipped with the pinhole on the depression bar, install the round pin axle in the pinhole, the depression bar is past when the inside slip of spacing ring compresses tightly a steel casing, the spring produces elasticity, the round pin axle inserts pinhole and butt the spacing ring blocks the depression bar is down under the effort of spring the spacing ring is outer to be removed, the upper end of round pin axle is connected the stay cord.
By adopting the technical scheme, the limiting ring and the steel casing are fixedly connected by the pressure lever and the pin shaft, so that the limiting ring can descend along with the steel casing; after the steel protects a section of thick bamboo and inserts and beat the completion, upwards stimulate the stay cord and pull out the pinhole with the round pin axle, the depression bar moves outside the spacing ring under the elastic force effect of spring, breaks away from the contact with the steel protects a section of thick bamboo, contacts the steel and protects being connected of a section of thick bamboo and spacing ring, then tightens up the serving and can be with the whole pulling-up of spacing.
In summary, the present application includes at least one of the following beneficial technical effects:
1. according to the method, the wall is protected in a pile casing follow-up mode, and before the karst cave is drilled, the pile casing is used for isolating the slurry, so that the leakage amount of the slurry during the drilling of the karst cave is reduced, the probability of collapse of the hole wall is reduced, and the drilling can be smoothly carried out; after the karst cave is drilled, rubbles, broken stones and bentonite are put into the karst cave to fill the karst cave, and the whole karst cave is not required to be filled due to the fact that impact drilling is adopted for impacting and smashing compaction, and only the space around a pile hole is required to be filled, so that slurry and concrete can be prevented from leaking after impacting and smashing compaction, filling materials are reduced, and construction time is shortened;
2. this application is through setting up spacing, the steel protects a section of thick bamboo when descending the setting position along the guide cylinder, outside the lower extreme that a steel protected a section of thick bamboo was established to the artifical fixed cover with the spacing ring, spacing is along with the steel protects a section of thick bamboo toward descending, the lower extreme that a steel protected a section of thick bamboo pierces through the riverbed overburden, and spacing is in the riverbed top, protect a section of thick bamboo at the steel and insert the in-process of beating, spacing can protect a lower extreme spacing to the steel, reduce the degree of rocking of the lower extreme that a steel protected a section of thick bamboo, thereby reduce the probability that the mud in the steel protected a section of thick bamboo reveals from the gap between a steel protected a section of thick bamboo and the soil body.
Drawings
Fig. 1 is a flow chart of a deep-water bridge foundation pile construction method according to an embodiment of the present application.
Fig. 2 is a schematic view of the installation of the middle steel casing in the second embodiment of the present application.
Fig. 3 is a schematic structural view of a limiting frame according to a second embodiment of the present application.
Fig. 4 is an enlarged view of fig. 3 at a.
Description of reference numerals:
1. a steel casing; 2. drilling a cast-in-place pile; 31. a guide frame; 311. a guide cylinder; 32. a mounting seat; 33. a limiting frame; 331. a horizontal connecting rod; 332. a moving ring; 333. a limiting ring; 334. a roller; 335. a pressure lever; 336. a spring; 337. and (7) a pin shaft.
Detailed Description
The present application is described in further detail below with reference to figures 1-4.
The embodiment of the application discloses a construction method of a foundation pile of a deepwater bridge.
Example one
Referring to fig. 1, a construction method of a foundation pile of a deep water bridge includes the following steps:
building a drilling platform: and (3) building a drilling platform by depending on the main trestle, then carrying out pile position measurement lofting, lofting the central point of the pile position on the water construction platform, and using a paint pen to carve a cross line on the platform surface. And according to the cross line of the central point of the pile position, a guide device for assisting the insertion and striking of the steel casing is arranged on the drilling platform.
Inserting and beating a steel casing: two lifting holes are formed in the top opening of the steel protection cylinder and are symmetrically distributed, a lifting point is arranged at the bottom opening of the steel protection cylinder, the direction of the lifting point is perpendicular to the direction of the lifting holes, and lifting and overturning access holes are convenient. After the steel protects a processing and finishes, with transport vechicle or ship with the steel protect a transportation and put in place, because the steel protects a diameter greatly, for preventing that the steel protects a deformation from appearing in the transportation, protect a position welding cross support at the end opening of a section of thick bamboo and top mouth at the steel, prevent that the steel from protecting a deformation. And hoisting the steel pile casing to the top of the guide device at the pile position by adopting a crawler crane, enabling a bottom opening of the steel pile casing to enter the guide device, then lowering the steel pile casing to the bottom of the guide device, adjusting the center of the steel pile casing to coincide with the center of the pile position, welding I-shaped steel in the vertical direction, ensuring that the center and the verticality deviation of the steel pile casing are within a standard allowable range, and completing the positioning of the steel pile casing. After the steel protects a location, the crawler crane pine hook transfers the steel to protect a section of thick bamboo to the riverbed, then the crawler crane hangs the vibration hammer to the top that the steel protected a section of thick bamboo, and the tight roof that protects a section of thick bamboo of control hydraulic tong clamp, restart vibration hammer sink the steel protect a section of thick bamboo to the steel protects a bottom and passes the overburden, accomplish the steel and protect inserting of a section of thick bamboo and beat. And cutting off the hoisting point after the steel casing is inserted and beaten in place.
Drilling: and (3) injecting slurry into the steel casing, and keeping the water level in the steel casing to be 1.5-2.0m higher than the water level outside the steel casing and 0.3m lower than the top surface of the steel casing in the drilling process so as to prevent the slurry from overflowing. And then the percussion drill is aligned, a drill frame is installed, the center of a drill bit of the percussion drill is aligned to the center of the pile position so as to ensure that the hole position is correct, the drilling hole is straight, the percussion drill keeps stable and does not incline or displace, a control scale is made on a rack or a machine pipe so as to record and observe in the construction process for accurately controlling the drilling depth, and the deviation between the drill bit of the percussion drill and the center of the steel casing is not more than 2cm. And then straightening the tappet of the frame, drilling a drill by a punching machine, and drilling a pile hole at the pile position in the steel casing by adopting a percussion drill. And measuring and controlling the density of the slurry at any time in the drilling process, deeply discharging slag once per time of impacting 1-2m and periodically supplementing the slurry until the designed depth is reached. The slag discharging is carried out by adopting a slag discharging barrel method, namely a slag discharging barrel with a valve at the lower part is used, the lower end of the slag discharging barrel is placed down to the bottom of a hole to move up and down, the stroke of the back and forth movement is 2m, when the slag discharging barrel moves downwards, the valve is opened, the slag enters the barrel, and when the slag discharging barrel moves upwards, the valve is closed, and the slag in the slag discharging barrel can be pumped out of the slag discharging barrel. When deslagging, the mud must be supplemented into the hole in time to prevent the collapse of the hole caused by the lack of the mud. Meanwhile, slag drilling and sampling are required to be carried out every time of slag discharging, the slag sample is properly encrypted when the geological change is dense, the slag sample is kept in a slag sample box, and whether the actual geological condition is matched with the design or not is rechecked. During drilling, the percussion drilling stroke and the slurry index are determined according to a slag sample taken in the drilling process. The perpendicularity of the formed hole is checked every 1-2m in the drilling process. If the deviation is found, the drilling is stopped immediately, and measures are taken to correct the deviation. And (3) cleaning the pile hole after the pile hole reaches the design depth, wherein the method for cleaning the pile hole comprises the following steps: when the drilling depth is far from the designed hole bottom elevation lm, all the mud in the mud pit is discharged, and clay is put into the hole to make mud again to replace the original mud; after the drilling depth reaches the designed hole bottom elevation, the drill moves up and down within the range of 1.5m of the hole bottom, the slurry is continuously circulated for 2 hours, and quantitative clear water is added to reduce the specific gravity of the slurry. And after hole cleaning is finished and the slurry index meets the requirement, the drill bit is lifted out. Bored concrete pile will use pile foundation pore-forming to examine hole ware and examine the hole after pore-forming process and final hole, detection standard: the hole depth and the hole diameter are not less than the design specification, the inclination error of the drill hole is not more than 1 percent, the deposition thickness accords with the design specification, and the pile position error is not more than 50mm. The outer diameter of the hole detector is not less than the diameter of the pile hole, and the length of the hole detector is 4-6 times of the outer diameter of the hole detector.
And (3) karst cave treatment: if a non-filled karst cave with the volume smaller than a set value occurs or slurry leakage is serious in the drilling process, rubble, bentonite and straw are timely thrown and filled into the pile hole, the stroke of the impact drill is reduced, and the karst cave is filled by utilizing the bentonite and the rubble through the extrusion effect of the impact drill; if a non-filling karst cave with the volume larger than a set value occurs in the drilling process, the wall is protected in a casing following mode, and the specific method comprises the following steps: embedding a first protection cylinder with the outer diameter smaller than the inner diameter of the steel protection cylinder and the inner diameter larger than the pile hole from the ground to the top plate of the first layer of karst cave, after a drill bit punches through the top plate of the first layer of karst cave, putting rubbles, broken stones and bentonite into the first layer of karst cave to fill the first layer of karst cave, punching and smashing the karst cave tightly by using a percussion drill, and then drilling; after the first layer of karst cave is processed, sinking a second protecting cylinder to a position above a second layer of karst cave top plate, wherein the outer diameter of the second protecting cylinder is smaller than the inner diameter of the first protecting cylinder, and the inner diameter of the second protecting cylinder is larger than the diameter of a pile hole; similarly, the drill bit continues to drill through the subsequent karst cave until the design depth is reached;
hoisting a steel reinforcement cage: and (5) installing the reinforcement cage in sections. And manufacturing the reinforcement cage in a segmented manner, installing sound measuring tubes in the reinforcement cage, fixing the sound measuring tubes on the inner side of the reinforcement cage in a welding or binding manner, and keeping the sound measuring tubes basically parallel. The sounding pipes are generally installed along with the steel reinforcement cage in a segmented mode, a sleeve welding scheme is adopted for joints among the sounding pipes, the bottoms of the sounding pipes are sealed, and after the sounding pipes are installed, the upper openings of the sounding pipes are plugged through plugs so as to avoid blocking of the sounding pipes due to the fact that foreign matters fall down when concrete is poured. And (3) lowering the steel reinforcement cage into the pile hole in sections until the designed elevation, accurately calculating the lifting rib, and if the measured elevation of the top of the steel reinforcement cage is wrong with the designed elevation, forbidding adopting a method of beating or pressing a steel reinforcement framework, and re-lifting the steel reinforcement cage by using a crawler crane and re-fixing. After each section of reinforcement cage is lowered in the construction process, the sounding pipe is filled with water so as to check the sealing performance of the joint of the sounding pipe. The river water is forbidden to be poured into the acoustic pipe, and because the total length of the acoustic pipe is 60-100m, if the mud content of the poured water is 1%, the acoustic pipe is static for a period of time, mud with the thickness of nearly 0.6-1.0m is deposited in the acoustic pipe, and a probe cannot be lowered in place during later acoustic detection, so that the river water cannot be directly poured into the acoustic pipe. Adopt hydraulic tong attach fitting during the construction of sounding pipe joint connection, the joint firm in connection does not leak thick liquid, and the top mouth and the end opening of sounding pipe seal tightly, and the sounding pipe is consolidated once more with thick iron silk flexible coupling with the steel reinforcement cage, ensures that every of sounding pipe can both detect to the end.
Pouring concrete: and (3) putting a guide pipe for pouring concrete into the pile hole, putting the guide pipe vertically and lightly to avoid colliding a reinforcement cage, putting the guide pipe to the bottom of the hole completely, and after the guide pipe is checked to be correct, slightly lifting the guide pipe, controlling the bottom opening of the guide pipe to be 0.3-0.4 m away from the bottom of the hole and be positioned in the center of the drilled hole. The conduit adopts a special spiral screw thread conduit, the conduit adopts a 300mm inner diameter conduit, the middle section is 3m long, the lowest section is 4m long, and the conduit is provided with 0.5m, 1m and 1.5m non-standard sections. The pipe is firm in manufacturing, smooth and straight in inner wall and free of local concave-convex, and whether the wall thickness of the pipe meets the use requirement or not is judged in a weighing mode before pressure testing of the old pipe. And (3) secondary hole cleaning is carried out after the guide pipe is installed in place, wherein the secondary hole cleaning adopts a slurry changing method, namely, fresh and qualified slurry is injected into the guide pipe, the sediment at the bottom of the hole and the slurry with higher concentration are changed, the fresh slurry changed during the secondary hole cleaning reaches the degree that the sand content of the slurry in the hole is gradually reduced to be stable and not precipitated, and the thickness of the sediment at the bottom of the hole is not more than the design specification. The specific gravity of the secondary hole cleaning mud is controlled to be 1.03-1.10 g/cm < 3 >, the consistency is 17-20Pa.s, the sand content is less than 2%, the colloid content is more than 98%, and the sediment at the bottom of the hole is not more than 5cm. And (3) pouring concrete after the secondary hole cleaning is finished, wherein the pouring amount of the first batch of concrete meets the requirements that the primary embedding depth of the guide pipe is more than or equal to 1.5m and the bottom gap of the guide pipe is filled. The formula for calculating the pouring volume of the first batch of concrete is as follows:
in the formula, V-the amount (m 3) required by the first batch of concrete;
h1- - -height (m) required for pressure balance between the concrete column in the conduit and the slurry outside the conduit:
h 1 ＝H W γ W /γ C ；
H 1 the distance between the bottom of the pile hole and the bottom of the guide pipe is generally 0.3-0.4 m;
H 2 -depth of primary embedding (m) of conduit
D- -borehole diameter (m); d- -inner diameter of the catheter, 0.3m;
gammac-concrete gravity, taking 24kN/m3;
gammaw-the weight of water or mud in the pile bore;
hw- -depth (m) of water or mud in the pile bore.
And gradually lifting the guide pipe according to the depth of the guide pipe in the concrete pouring process, and keeping the depth of the guide pipe in the concrete stable until the pouring of the whole cast-in-situ bored pile is completed. In the concrete pouring process, when the concrete pouring is close to the bottom of the reinforcement cage, the pouring speed is properly slowed down, the impact force of the concrete is reduced, and the reinforcement cage is prevented from floating upwards. And after the concrete pouring of the bored pile is finished and the age is not less than 14 days, the pile foundation detection is carried out in time.
The mud used in the drilling process is light environment-friendly mud, the mud is fresh water mud prepared by blending bentonite and soda ash, and the bentonite is sodium bentonite. 1m 3 The slurry mixing proportion is prepared from 1 cubic meter of water, 50-75 kg of bentonite and 2-3 kg of soda ash, the slurry is stirred after the preparation is finished, and the performance index of the slurry is detected after the stirring is finished. The slurry preparation method comprises the following steps: firstly, a certain amount of water is added into a slurry preparation box, then the bentonite is added according to the proportion, and the high-speed water flow generated by a slurry pump is used for stirring in a tank for 3 minutes to ensure that bentonite particles are filledDispersing, adding sodium carbonate according to a certain proportion, fully stirring to obtain the primary pulp. After the slurry is used, the slurry separator is used for purifying and recycling the slurry for cyclic utilization, and waste residues such as sand and stone particles and the like separated from the slurry are transported to a fixed place for treatment.
The implementation principle of the construction method of the foundation pile of the deepwater bridge in the embodiment of the application is as follows: for a karst cave with small volume, slurry is filled into the karst cave quickly after a drill bit penetrates through the karst cave, the leaked slurry is less, the influence on the hole wall is small, then the karst cave is filled with rubbles, bentonite and straws, the caking property of the hole wall can be enhanced by using the bentonite and the straws, and the karst cave is filled, so that the stability of the hole wall is ensured. To the great solution cavity of volume, if directly bore the solution cavity, then can lead to mud to reveal suddenly and get into the solution cavity, lead to the water level in the steel protects a section of thick bamboo to reduce sharply and untimely the replenishment, make the inside and outside great water pressure difference that produces of steel protects a section of thick bamboo, cause the pore wall to collapse easily, this application adopts the mode that a protection section of thick bamboo was followed up to carry out the dado, before boring the solution cavity, use earlier the protection section of thick bamboo isolated with mud, thereby reduce the leakage quantity of mud when boring the solution cavity, reduce the probability that the pore wall collapsed, make the drilling go on smoothly. After drilling through the karst cave, putting rubble, rubble and bentonite in order to stuff the karst cave, because adopt to strike to bore to smash closely knit, need not to pack whole karst cave into to fill up, only need stuff the space around the stake hole, can prevent mud and concrete leakage after dashing to smash closely knit, reduce the material of packing, shorten the engineering time.
The second embodiment refers to fig. 2, and a construction method of a foundation pile of a deep water bridge is different from the first embodiment in that two cast-in-situ bored piles 2 at the edge are constructed firstly, after the strength of the two cast-in-situ bored piles 2 at the edge meets the requirements, the position error of the two cast-in-situ bored piles 2 at the edge is calculated, and the central point of the pile position of each cast-in-situ bored pile 2 in the middle is adjusted according to the calculated error, so that the support balance of each cast-in-situ bored pile 2 is better, and the bearing capacity of a pile foundation is improved. And the position error between the cast-in-situ bored piles 2 is reduced by relying on the two cast-in-situ bored piles 2 at the edge and each cast-in-situ bored pile 2 in the middle of the construction of the drilling platform.
Referring to fig. 2, fig. 3 and fig. 4, the guiding device includes a mounting seat 32, a guide frame 31 and a limiting frame 33, the mounting seat 32 is fixed on the drilling platform, the guide frame 31 is fixed on the mounting seat 32, a plurality of guide cylinders 311 are arranged on the guide frame 31, the plurality of guide cylinders 311 correspond to the plurality of designed cast-in-situ bored piles 2 one by one in number and position respectively, the guide cylinders 311 corresponding to two cast-in-situ bored piles 2 at the edge are installed first, after the central point of the pile position of each cast-in-situ bored pile 2 in the middle is to be adjusted, the guide cylinders 311 corresponding to each cast-in-situ bored pile 2 in the middle are installed, the guide cylinders 311 are fixed on the guide frame 31 by welding, and the upper portions of the guide cylinders 311 are provided with horn-shaped guide ports. The limiting frame 33 comprises a horizontal connecting rod 331 and two moving rings 332, the two moving rings 332 are fixed at two ends of the horizontal connecting rod 331 respectively, a plurality of rollers 334 are installed on the periphery of the inner ring of the moving rings 332, and the rollers 334 are tightly attached to the outer wall of the cast-in-situ bored pile 2 and can roll on the outer wall of the cast-in-situ bored pile 2. The horizontal connecting rod 331 is provided with a plurality of limiting rings 333, the number of the limiting rings 333 is two less than that of the guide cylinders 311, the plurality of limiting rings 333 correspond to the plurality of guide cylinders 311 in the middle in position and number one by one, the limiting rings 333 are coaxially arranged with the guide cylinders 311, the limiting rings 333 are installed after the guide cylinders 311 are installed, and the limiting rings 333 are vertically aligned with the guide cylinders 311 during installation. Horizontal connecting rod 331's both ends are connected with the serving respectively, and the serving that horizontal connecting rod 331 was kept away from to the serving is connected with the capstan winch, and the capstan winch is installed on drilling platform, and horizontal connecting rod 331's top is equipped with the leading wheel, and the leading wheel passes through on channel-section steel fixed connection drilling platform, and the leading wheel makes the serving that horizontal connecting rod 331 was connected to the serving of serving to horizontal connecting rod 331 keep vertical, thereby keeps the vertical lift of spacing 33. Two winches are connected through the rotating shaft, so that the rotation of the two winches is synchronously performed, the lifting of the horizontal connecting rod 331 is kept synchronous, meanwhile, only one driving force is needed by the two winches, the two winches are convenient to drive, the winches are connected with a driving motor, and the driving motor drives the winches to rotate. A plurality of pressure bars 335 are installed around the limit ring 333, the pressure bars 335 are arranged along the radial direction of the limit ring 333, the two ends of the pressure bars 335 are respectively arranged inside and outside the limit ring 333, the pressure bars 335 are connected with the limit ring 333 in a sliding manner, one end of the pressure bars 335 arranged outside the limit ring 333 is sleeved with a spring 336, the two ends of the spring 336 are respectively fixedly connected with the outer walls of the pressure bars 335 and the limit ring 333, pin holes are formed in the pressure bars 335, the pin holes can slide to the outside and inside of the limit ring 333, when the spring 336 is in a natural state, the pin holes are located outside the limit ring 333, and pin shafts 337 are installed in the pin holes. When the pressure lever 335 slides towards the inside of the limit ring 333 and compresses the steel casing 1, the spring 336 is compressed to generate elastic force, at the moment, the pin shaft 337 is inserted into the pin hole and then just can abut against the limit ring 333, the pressure lever 335 is prevented from moving outwards from the limit ring 333 under the action force of the spring 336, if a gap exists between the pin shaft 337 inserted into the pin hole and the limit ring 333, the gasket is inserted between the limit ring 333 and the pin shaft 337, and the pressure lever 335 is kept in a state of compressing the steel casing 1. The upper ends of the pin shafts 337 are connected with pull ropes, the pin shafts 337 are separated from the pin holes by pulling the pull ropes, the pressure lever 335 is reset under the elastic action of the spring 336, the pressure lever 335 is separated from the steel casing 1, so that the fixed state of the limiting ring 333 and the steel casing 1 is released, and the limiting frame 33 can be pulled up by rolling the ropes.
The implementation principle of the above embodiment is as follows: the guide cylinder 311 guides the steel pile casing 1, the limiting ring 333 fixes the steel pile casing 1, and the moving ring 332 can only move up and down on the cast-in-situ bored piles 2 at the two edges, so that the limiting ring 333 can only move up and down, the horizontal displacement of the steel pile casing 1 is limited, the steel pile casing 1 can vertically lift, and the inserting and striking position of the steel pile casing 1 is more accurate. Strike and bore the filler towards pound the solution cavity and can strike the mud in the steel protects a section of thick bamboo 1, the mud in the steel protects a section of thick bamboo 1 takes place great rocking, because steel protects a section of thick bamboo 1 among the correlation technique and inserts and beat the in-process and only lead to spacingly to the upper end of steel protecting a section of thick bamboo 1, the distance between the lower extreme of steel protecting a section of thick bamboo 1 and the upper end of steel protecting a section of thick bamboo 1 is far away, mud takes place and causes the lower extreme of steel protecting a section of thick bamboo 1 to rock greatly when great rocking very easily, make and produce great gap between the lower extreme of steel protecting a section of thick bamboo 1 and the soil body on every side, and this gap grow leads to the stake hole to leak thick liquid easily, can lead to the steel protecting a section of thick bamboo 1 to lose the effect of dado even, the extension construction period. This application is through setting up spacing 33, steel protects a 1 when descending to the setting position along guide cylinder 311, the manual work is established outside the lower extreme that steel protected a 1 with spacing ring 333 fixed cover, spacing 33 is along with steel protects a 1 toward descending, the lower extreme that steel protected a 1 pierces through the riverbed overburden, and spacing 33 is in the riverbed top, protect a 1 in-process at the steel, spacing 33 can be spacing to the lower extreme that steel protected a 1, reduce the degree of rocking of the lower extreme that steel protected a 1, thereby reduce the probability that the mud in the steel protected a 1 reveals from the gap between steel protected a 1 and the soil body. In addition, because the steel protects inserting of section of thick bamboo 1 and beats in aqueous, rivers can have a driving force to steel protects section of thick bamboo 1, through spacing 33 can be better stabilize steel and protect section of thick bamboo 1.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (5)
1. A construction method of a foundation pile of a deepwater bridge is characterized by comprising the following steps:
building a drilling platform: a drilling platform is built by depending on a main trestle, then pile position measurement lofting is carried out, and a guide device for assisting insertion and punching of the steel casing is installed on the drilling platform according to the central point of the pile position;
inserting and beating a steel casing: hoisting the steel casing, guiding and positioning the steel casing through a guiding device, and inserting and beating the steel casing until the lower end of the steel casing penetrates through a covering layer of a riverbed;
drilling: injecting slurry into the steel casing, wherein the water level in the steel casing is higher than the water level outside the steel casing, drilling a pile hole at the pile position in the steel casing by adopting a percussion drill and a drill bit, and periodically discharging slag and regularly supplementing slurry in the drilling process until the design depth is reached; then cleaning the hole, and taking out the drill bit after the hole cleaning is finished;
and (3) karst cave treatment: if a non-filled karst cave with the volume smaller than a set value occurs or slurry leakage is serious in the drilling process, rubble, bentonite and straw are timely thrown and filled into the pile hole, the stroke of the impact drill is reduced, and the karst cave is filled by utilizing the bentonite and the rubble through the extrusion effect of the impact drill; if a non-filling karst cave with the volume larger than a set value occurs in the drilling process, the wall is protected in a casing following mode, and the specific method comprises the following steps: embedding a first protection cylinder with the outer diameter smaller than the inner diameter of the steel protection cylinder and the inner diameter larger than a pile hole from the ground to a first layer karst cave top plate, putting rubbles, broken stones and bentonite into the first layer karst cave after a drill bit punches through the first layer karst cave top plate to fill the first layer karst cave, punching and smashing by using a percussion drill, and then drilling; after the first layer of karst cave is processed, sinking a second protecting cylinder to a position above a second layer of karst cave top plate, wherein the outer diameter of the second protecting cylinder is smaller than the inner diameter of the first protecting cylinder, and the inner diameter of the second protecting cylinder is larger than the diameter of a pile hole; similarly, the drill bit continues to drill through the subsequent karst cave until the design depth is reached;
hoisting a steel reinforcement cage: the reinforcement cage is lowered into the pile hole until the designed elevation is reached;
pouring concrete: placing the guide pipe in the pile hole, then pouring concrete, gradually lifting the guide pipe according to the depth of the guide pipe in the concrete pouring process, and keeping the depth of the guide pipe in the concrete stable until the pouring of the whole cast-in-situ bored pile is completed;
firstly, constructing two cast-in-place bored piles at the edge, calculating the position error of the two cast-in-place bored piles at the edge after the strength of the two cast-in-place bored piles at the edge meets the requirement, adjusting the central point of the pile position of each cast-in-place bored pile in the middle according to the calculated error, and constructing each cast-in-place bored pile in the middle by depending on the two cast-in-place bored piles at the edge and the drilling platform; the guide device comprises a mounting seat, a guide frame and a limiting frame, the mounting seat is fixed on the drilling platform, the guide frame is fixed on the mounting seat, a guide cylinder is arranged on the guide frame, two ends of the limiting frame are respectively connected with two cast-in-situ bored piles at the edge and can vertically move along the cast-in-situ bored piles, a limiting ring is arranged on the limiting frame, and the limiting ring and the guide cylinder are coaxially arranged; the limiting frame further comprises a horizontal connecting rod and two moving rings, the two moving rings are fixed at two ends of the horizontal connecting rod respectively, a plurality of idler wheels are installed on the periphery of the inner ring of each moving ring, the idler wheels are attached to the outer wall of the cast-in-situ bored pile tightly and can roll on the outer wall of the cast-in-situ bored pile, and the limiting rings are installed on the horizontal connecting rod.
2. The deep water bridge foundation pile construction method according to claim 1, characterized in that: the slag discharging adopts a slag discharging barrel with a valve at the lower part, the slag discharging barrel is placed at the bottom of the hole and moves up and down, the lifting height is about 2m, when the slag discharging barrel moves downwards, the valve is opened, the slag enters the slag discharging barrel, and when the slag moves upwards, the valve is closed, and the slag in the pile hole can be extracted; when slag is discharged, slurry must be supplemented into the pile hole in time to prevent collapse of the pile hole due to slurry shortage.
3. The deep water bridge foundation pile construction method according to claim 1, characterized in that: in the drilling step, the hole cleaning method comprises the following steps: when the drilling depth is far from the designed hole bottom elevation lm, all the mud in the mud pit is discharged, and clay is put into the hole to make mud again to replace the original mud; after the drilling depth reaches the designed hole bottom elevation, the drill moves up and down within the range of 1.5m of the hole bottom, the slurry is continuously circulated for 2 hours, and quantitative clear water is added to reduce the specific gravity of the slurry.
4. The deep water bridge foundation pile construction method according to claim 1, characterized in that: the two ends of the limiting frame are respectively connected with a coiled rope, one end, far away from the limiting frame, of the coiled rope is connected with a winch, the winch is installed on the drilling platform, and the two winches are connected through a rotating shaft.
5. The deep water bridge foundation pile construction method according to claim 4, wherein: many depression bars are installed to the border of spacing ring, the depression bar is followed the radial setting of spacing ring, the both ends of depression bar are located respectively the inside and the outside of spacing ring, depression bar sliding connection the spacing ring, the depression bar overcoat is equipped with the spring, the both ends of spring are fixed connection respectively depression bar and spacing ring, be equipped with the pinhole on the depression bar, install the round pin axle in the pinhole, the depression bar is past when the inside slip of spacing ring compresses tightly the steel and protects a section of thick bamboo, the spring produces elasticity, the round pin axle inserts pinhole and butt the spacing ring blocks the depression bar is past under the effort of spring the spacing ring moves outward, the stay cord is connected to the upper end of round pin axle.
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| RU2270294C1 (en) * | 2004-09-08 | 2006-02-20 | Ахсар Николаевич Басиев | Bored pile and method for pile erection in karst or soft ground |
| CN103526748B (en) * | 2013-09-30 | 2016-05-11 | 中铁二十局集团有限公司 | Pier big diameter borehole pile constructing process in the deep-water bridge water of bead string type karst area |
| CN105040681B (en) * | 2015-07-21 | 2017-01-25 | 中铁隧道集团有限公司 | Method for manufacturing and constructing large-diameter super-long test pile |
| CN107653884B (en) * | 2017-09-07 | 2020-07-07 | 浙江水利水电学院 | Steel casing setting device for drilling of sand foundation cast-in-place pile and construction method thereof |
| CN107938676B (en) * | 2017-11-21 | 2020-06-30 | 重庆建工市政交通工程有限责任公司 | Pile foundation construction method for penetrating through full-filling karst cave |
| CN109184786B (en) * | 2018-11-26 | 2024-04-09 | 平顶山天安煤业股份有限公司勘探工程处 | Drainage and slag discharge device for fracture development coal rock mass |
| CN110318412A (en) * | 2019-06-05 | 2019-10-11 | 广东建邦兴业集团有限公司 | A kind of solution cavity pile base construction method |
| CN112030956A (en) * | 2020-07-15 | 2020-12-04 | 中交第一航务工程局有限公司 | Karst stratum bored pile construction method |
| CN111910634A (en) * | 2020-07-27 | 2020-11-10 | 中国建筑第二工程局有限公司 | Karst geological impact pore-forming construction method |
| CN214143666U (en) * | 2021-01-07 | 2021-09-07 | 杭州瑞翔建设有限公司 | Slurry leakage prevention reinforcement cage structure for karst cave pile foundation construction |
| CN113445498A (en) * | 2021-02-05 | 2021-09-28 | 中铁八局集团有限公司 | Construction process of karst hole pile foundation in complex geology |
| CN113605434A (en) * | 2021-09-06 | 2021-11-05 | 中铁二十二局集团第二工程有限公司 | Bridge pile foundation construction method for high-speed railway karst |
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